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Tiêu đề National Annex to Eurocode 3: Design of Steel Structures Part 1‑4: General Rules – Supplementary Rules for Stainless Steels
Trường học British Standards Institution
Chuyên ngành Standards
Thể loại national annex
Năm xuất bản 2016
Thành phố London
Định dạng
Số trang 12
Dung lượng 752,27 KB

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BSI Standards Publication UK National Annex to Eurocode 3 Design of steel structures Part 1‑4 General rules – Supplementary rules for stainless steels NA+A1 2015 to BS EN 1993 1 4 2006+A1 2015 Incorpo[.]

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BSI Standards Publication

UK National Annex to Eurocode 3: Design of steel structures

Part 1‑4: General rules – Supplementary rules for stainless steels

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Publishing and copyright information

The BSI copyright notice displayed in this document indicates when the document was last issued

© The British Standards Institution 2016

Published by BSI Standards Limited 2016 ISBN 978 0 580 93242 7

ICS 91.040.01, 91.080.10 The following BSI references relate to the work on this standard:

Committee reference CB/203 Draft for comment 08/30128099 DC

Publication history

First published February 2009 Amended December 2015

Amendments/corrigenda issued since publication

Date Text affected

31 December 2015 See Introduction

29 February 2016 Minor editorial changes

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Contents

Introduction 1

NA.1 Scope 1 NA.2 Nationally Determined Parameters 1 NA.3 Recommendations on the status and use of annexes 2 NA.4 References to non‑contradictory complementary information 4

Bibliography 5

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ii • © The British Standards Institution 2015 This page deliberately left blank

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National Annex (informative) to

BS EN 1993-1-4:2006+A1:2015, Eurocode 3: Design of steel structures – Part 1-4:

General rules – Supplementary rules for stainless steels

Introduction

This National Annex has been prepared by BSI Committee CB/203,

Design & execution of steel structures In the UK it is to be used in

conjunction with BS EN 1993‑1‑4:2006+A1:2015

NA+A1:2015 to BS EN 1993‑1‑4:2006+A1:2015 supersedes

NA to BS EN 1993‑1‑4:2006, which is withdrawn

The start and finish of text introduced or altered by National Amendment No.1 is indicated in the text by tags  Minor editorial changes are not tagged

NA.1 Scope

This National Annex gives:

a) The UK decisions for the National Determined Parameters described in the following subclauses of

BS EN 1993‑1‑4:2006+A1:2015:

b) The UK decisions on the status of BS EN 1993‑1‑4:2006+A1:2015 annexes

c) References to non‑contradictory complementary information

NA.2 Nationally Determined Parameters

UK decisions for the Nationally Determined Parameters decided in

BS EN 1993‑1‑4:2006+A1:2015 are given in clauses NA.2.2 to NA.2.9.

toughness of ferritic stainless steels [BS EN 1993-1-4:2006+A1:2015, 2.1.4(2)]

No further information is given

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2 • © The British Standards Institution 2015

of through thickness properties [BS EN 1993-1-4:2006+A1:2015, 2.1.5(1)]

No further information is given

[BS EN 1993-1-4:2006+A1:2015, 5.1(2)]

The recommended values should be used

subject to compression and bending [BS EN 1993-1-4:2006+A1:2015, 5.5(1)]

The recommended equations should be used

[BS EN 1993-1-4:2006+A1:2015, 5.6(2)]

The value η = 1.20 should be used when the 0.2% proof strength of the steel is not higher than 460 MPa and when the temperature of the steel does not exceed 400 °C The value η = 1.00 should be used when the 0.2% proof strength exceeds 460 MPa and/or the temperature of steel exceeds 400 °C

[BS EN 1993-1-4:2006+A1:2015, 6.1(2)]

Formulae for pull‑out strength derived from testing may be given in Certified Product Declarations

[BS EN 1993-1-4:2006+A1:2015, 6.2(3)]

The recommended values should be used

[BS EN 1993-1-4+A1:2015, 7(1)]

No further information is given

NA.3 Recommendations on the status and use

of annexes

A less severe CRF may be used when validated local operating experience of at least 5 years duration demonstrates the suitability of

a grade in the adjacent lower CRC However, the maximum permitted improvement to the CRF is +5.

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The performance data should be obtained from a location less than 5 km from the proposed site and, for coastal locations, less than 1 km inland from the proposed site

Evaluation of the performance shall consider the material grade, quality of surface finish, orientation of the components and exposure

to airborne contaminants (particularly chlorides) to ensure these are comparable to the proposed design

Less frequent cleaning is not permitted.

BS EN 1993‑1‑4:2006+A1:2015, Annex B may be used in the UK

Annex B.2 should be extended in the following way:

(1) Work hardening caused during fabrication of cold formed structural components may be utilized in the design in the following way:

a) For austenitic stainless steel sections formed by press braking, an enhanced yield strength fya may be adopted to account for cold working in 90° section corners where ri is not greater than 5t

fya=

fyb (A− Apb)+ Apb

1.673

ri/ t ( )0.126

b) For austenitic cold rolled box sections (RHS and SHS) which have been formed via a circular tube and where t < 8 mm and ri not greater than 5t, an enhanced yield strength fya may be adopted

to account for cold working in the section faces and an extended corner region

fya=

A− Acr

εp− 0.19

⎝⎜

⎠⎟+ 0.71Acrfu

0.19

εp− 0.19

⎝⎜

⎠⎟+1

where

εp is a strain parameter, defined as εp= 1

12.42 πt

2 b( + h)

⎝⎜

⎠⎟+ 0.83

⎝⎜

⎠⎟

A is the gross cross‑sectional area of the section

Acr is the total corner cross‑sectional area for cold rolled box sections including a region of 2t, which extends both sides of each corner Acr can be obtained with the following expression Acr =πt 2r( i+ t)+16t2 and ri can be assumed to be equal to 2t

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4 • © The British Standards Institution 2015

Apb is the total corner cross‑section area for press braked sections which can be calculated as Apb= πnt4 (2ri+ t)

fyb, fu are the yield strength and the ultimate tensile strength of the basic material (i.e the flat sheet material out of which sections are made by cold forming) fu should

be taken as the minimum value of the range specified in the material standard

n is the number of 90° corners

The increase in yield strength due to cold working should not

be utilized for sections that are annealed or subject to heat treatment after forming which may produce softening

c) For all section types, work hardening may be utilised in the design

if the effect of work hardening has been verified by full size tests

in accordance with Section 7

(2) For design of connections which are not part of the full size testing, nominal strength values should be used

BS EN 1993‑1‑4:2006+A1:2015, Annex C may be used in the UK

NA.4 References to non-contradictory

complementary information

References cited in this National Annex to non‑contradictory, complementary information can be found at www.steel‑ncci.co.uk Whilst this material is likely to be technically authoritative, not all

of it has been reviewed by the UK national committee, and users should satisfy themselves of its fitness for their particular purpose In particular, they should be aware that material indicated as not having been endorsed by the committee might contain elements that are in conflict with the Eurocode

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Bibliography

For dated references, only the edition cited applies For undated references, the latest edition of the referenced document (including any amendments) applies

BS EN 1993‑1‑2:2005, Eurocode 3 – Design of steel structures – Part 1-2:

General rules – Structural fire design

[1] Design Manual for Structural Stainless Steel, Third Edition, Building Series, Volume 11, Euro Inox and The Steel Construction Institute, 20061)

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This page deliberately left blank

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